List of Corrections in IS 800:2007 – Submitted for consideration at the meeting of BIS
committee CED:7 on 1st October, 2010, at BIS, Chennai
No Page Clause/Table/Fig
Currently reads as
Change to
Section 17 Fabrication (17.15 missing)
17.15 Bedding requirement
1
iii
and Erection
21st symbol
Cmy, Cmz – moment
Kz, Ky, KLT – moment
2
6
explanation
amplification factors
amplification factors (Cl. 4.4
about respective axes
and Cl. 9.3.2.2)
Table 2: Web of an I, H
or box section –
but ≥ 42ε
3
18
but ≤ 42ε
Generally (under Class
1, Class 2 and Class 3)
Table 2 Ratio for stem
4
18
D/tf
d/t
of a T-section…
5
18 Table 2 Last line
overll
overall
Figure for ROLLED
6
19
Depth is marked as ‘h’
Should be ‘d’
CHANNELS
7
24 Cl 4.4.2, Cl 4.4.3.1
Cy,Cz
Ky,Kz
8
24 Cl 4.4.3.3
Cmy, Cmz
Ky,Kz
9
25 Cl.4.5.2 b) 12th line
IS 2062 shall not be than IS 2062 shall not be less than
Cl 5.6.1 Deflection. 2nd Table
6
gives Table 6 gives recommended
column 6th line
recommended limits of limits of deflections for
deflections for certain certain structural members
structural members and and systems. In Table 6, Live
10
31
systems. Circumstances load should include all post
may arise….
construction loads including
super imposed dead loads
(SIDL). Circumstances may
arise….
Cl. 6.3.3 (max. value of
fu γmo/fy γm1
0.9 fu γmo/fy γm1
11
33
beta)
Cl. 7.1.2 First line
The design compressive The
factored
design
strength Pd ,of a member compression, P, in the
12
34
is given by :
members shall satisfy the
following requirement:
13
34 Cl: 7.1.2.1 last line
λm0
γm0
14
35 Fig.8
Abscissa (X- axis) title “λ”
Table 10 Limits for
15
44
40 ≤mm < tf ≤ 100mm
40 mm < tf ≤ 100mm
Rolled I- sections
Table 11, Boundary at
I Column
II column
I Column
II column
16
45 one end – 2nd Case
Free
Restrained Restrained
Free
17
48
Cl. 7.5.1.2 end of the
first para
λe as given below
λe as given below, in place of
λ in 7.1.2.1 and use curve ‘c’
(α=0.49)
18
48
19
49
20
53
21
57
Cl. 7.5.1.2
Rewrite the equations for
λvv = …λϕ=…
Top figure in Fig.10
Correct the horizontal axis as
z-z and vertical axis as y-y.
d/tw ≤ 67ε
d/tw > 67ε
KL/r
LLT/ry
h/tf
hf/tf
length
for
lateral length for lateral torsional
torsional buckling to be buckling, LLT, to be used in
used in 8.2.2.1 LLT shall 8.2.2.1 shall be
be
The effective length shall In the case of intermediate
be equal to 1.2 times the partial lateral restraints, the
length of the relevant effective length, LLT, shall be
segment in between the taken as equal to 1.2 times the
lateral restraints
length of the relevant segment
in between the partial lateral
restraints
at the shear and is
at the shear centre and is
Both
flanges
fully Both
flanges
partially
restrained
restrained
ε and fy
Read all ε as εw and fy as fyw
Cl. 8.2.1.1 3rd line
Table 14 Heading
1st para 3rd and 4th line
22
58
1st para last three lines
23
58
24
58
25
58
26
59
27
60
28
60
29
60
30
60
31
60
32
61
33
34
62
62
Cl. 8.3.2 9th line
Table 15 Case iii)
under warping restraint
Cl 8.4.2.1
Cl. 8.4.2.2 a) Definition
of τcr,e = the elastic
tcr,e
critical shear stress of
the web
Second column second τb – buckling strength as
line
obtained from 8.4.2.2.(a)
rd
Cl.8.5.1 – 3 line
Carried in accordance
Definition for ф
)
Cl 8.4.4.2(b)
Table 16 (last row
under top restraint
conditions)
Fig. 12
NOTES Item no 2 for
τcr,e
Repeated and hence treat that
as deleted.
Carried out in accordance
= nearly equal to
wtf=dcosф+(c-sc-st)sinф
i) Free
wtf=dcosф-(c-sc-st)sinф
The figure should be without
top flange restraint
Dimension arrow
Panel B is designed
The dimension is ‘c’
Panel B is designed using
Figure 12
35
63
36
37
63
63
38
64
NOTES item no 2 for
Figure 13
Cl.8.6.1.1 a) and b)
Cl.8.6.1.1 b) 3)
Cl. 8.6.1.2 last line
Cl. 9.3.1.2 c) for
standard I or H sections
39
70
40
72
41
72
42
72
43
72
44
75
45
76
46
76
47
48
76
77
49
80
50
89
51
106
52
121
53
128
without utilizing the
tension field action as
given in 8.4.2.2.(a)
All occurrences of ε
When c < d
εf = yield stress ratio of
web
for n ≤ 0.2 Mndy=Mdy
for n > 0.2 Mndy=1.56
Mdy (1-n)(n+0.6)
Mndz=1.11Mdz(1-n) ≤Mdz
Table 18(4th column,
0.2(1- ψ )-0.8αs 0.4
th
6 row)
Table 18(2nd column,6th
αs
th
& 7 rows)
Table 18(4th column,
0.095
th
th
7 & 8 row)
Table 18 (5th column,
0.90+0.05 αh(1+2 ψ)
th
9 row)
Cl.10.3.2
Vsb = Vdb
Cl 10.4.3 Slip
Design for friction type
Resistance
bolting in which slip is
required to be limited, a
bolt subjected only to a
factored…..
Cl 10.4.3 definition of
μf=0.55
μf
Cl.10.4.3 NOTE:
Vns
th
Page 77 6 line
0.9fubAn≤fybAsb(γm1/γm)
Cl. 10.5.10.2.2 second
term in the equation
fbf2
under the square root
sign
Cl.12.8.2.1
E250B steel of IS:2062
only
12.11.1
Cl.16.4.1 value in
denominator
B-3.2 equation and
definitions of terms
(add suffix i)
E-1.2 equation for Mcr
simple post critical method as
given in 8.4.2.2.(a)
Treat item 2 as deleted and
item 3 becomes item 2
εw
When c < 0.74d
εf = yield stress ratio of flange
Mndz=1.11 Mdz (1-n) ≤ Mdz
for n ≤ 0.2 Mndy=Mdy
for n > 0.2 Mndy=1.56 Mdy (1n)(n+0.6)
0.2 (-ψ)-0.8αs 0.4
αh
0.95
0.90+0.1 αh(1+2 ψ)
Vsb ≤ Vdb
Design for friction type
bolting where slip resistance
is required at factored design
force Vsf shall satify the
following
μf ≤ 0.55
Vnsf
0.9fubAn≤fybAsb(γm1/γm0)
fbr2
905
E250B steel of IS:2062 or
steel meeting the requirement
of Charpy E>27 J.
690
Φs = (δu – δL) / h
Φsi = (δui – δLi )/ hi
(LLT)
(LLT)2
54
128
55
129
56
130
57
130
58
130
E-1.2 equation for yj
Definition It
Table 42 6th column 5th
row
Table 42 6th column 7th
row
Table 42 6th column
10th row
(z2-y2)
It = torsion constant
1.780
(z2+y2)
It = St. Venant’s torsion
constant
1.730
1.257
1.267
1.390
1.890